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RCC Road at Sundaram 1,2 to parul school road

N Description of Items QTY Unit Rate Amt

1 Earth work in cutting In all sorts of soil and soft murrum Including conveying and spreading the stuff, embankment as and where directed with all required lead and lift

84.00

CuMt 177.00 14868.00

2 Supplying and stacking of Quarry Spauls materials at site including filling boxes with all lead and lift.

69.00 CuMt 176.00 12144.00

3 Spreading Quarry spaull / Stone aggregates / Blindage or road crust /soft murrum / murrum / sand / yellow /earth filling the gaps in metal and leveling to camber and gradient as directed

69.00 CuMt 81.00 5589.00

4 Rolling and consolidating of soling including filling in depression which occurs during the process with power roller 8 to 12 MT

280.00 SMt 6.00 1680.00

5 Providing form work of ordinary timber planking so as to give a rough finish including centring. Shuttering strutting and propping etc. Height of propping and centring below supporting floor to ceiling not ex-exceeding 4M. And removal of the same for in including reinforced concrete and plain concrete work

26.00 SMt 112.00 2912.00

6 PCC 1:3:6 icluding all material and necessary formwork.

28.00 CuMt 2294.00 64232.00

7 Providing T M T. bar reinforcement for R.C.C. work including bending binding and placing in position complete up to floor two level.

690.00 Kg 47.00 32430.00

8 Providing laying Controled Reinforced cement concrete M 30using minimum cement content @ 475 kg/Cmt including curing complete excluding the cost of form work and reinforcement for reinforced concrete work in concrete road Coarse and fine aggregate confirming to IS:383 maximum size of coarse aggregate not exceeding 25 mm, using mechanical weigh batcher, mixed as per approved mix design, laid, placed & distributed with sufficient man power using M.S. Side Rail of road thickness with necessary nut bolt plates, fixing as per width, compacted with Poker vibrator V.D. system ( Trimix ) & Surface Plate Vibrator, Troweling to be carried out with the same machine running on troweling blades, finished in a continuous operation including provision of contraction, expansion, construction and longitudinal joints, joint filler separation membrane, sealant primer, joint sealant debonding strip, dowel bar, tie rod, admixtures as approved, curing compound, finishing to lines and grades

52.00 CuMt 4925.00 256100.00


Page 4 of 42

9 Supplying and fixing reinforced concrete heavy duty NP-3 non pressure pipes with collars including setting and joining the pipes in cm 1:2 watering and laying(to levels of slops) of I.S. class NP-3 of following internal dia. 450mm dia(more than 10 ton)

10.00 rmt 723.00 7230.00

10 Re fitting of man hole frame cover including dismentelling, required Brick Masonary upto new road level surface and plaster, vata, concrete, etc. compelete.

3.00 Nos 617.00 1851.00

11 Supply & Fitting of Man hole frame cover

1.00 Nos. 1596.00 1596.00

TOTAL RS/- 400632.00

SAY RS/- 401000.00

\


Page 5 of 42

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Page 6 of 42

SPECIFICATION

1.0 General :

All Measurements shall be made in metric system. Different items of work shall be measured in accordance with

the procedures set forth in relevant sections read in conjunction with General Conditions of contract. The same shall not

however apply in the case of lump-sum items. All measurements and computations ; unless other wise indicated, shall be

carried nearest to be following limits : (i) Length and breadth………………………………………..10mm

(ii) Height, depth or thickness of earthwork, Sub-base, bases surfacing, and structural members…….5mm

(iii) areas…………………………………………………… 0.01 Sq.Metre.

(iii) Cubic contents……………………………………………..0.01 Cubic Metre.

In recording dimensions of work the sequence of length, width and height or depth or thickness shall be followed.

2.0. Measurement of lead for Materials :

Where lead is specified in the contract for construction materials, the same shall be measured as described hereunder.

Lead shall be measured over the shortest practicable route and not the one actually taken and the decision of the

Engineer-in-charge in this regards shall be taken as final. Distance upto and including 100 meters shall be measured in units

of 50 meters, exceeding 100 metes but exceeding 1 Km. in units of 100 metres, and exceeding 1 Km. in units of 500 metres.

The half and greater than half of the units shall be reckoned as one and less than half of the units ignored. In this regard, the source of the materials shall be divided into suitable blocks and for each block the distance from the centre of the block to

the centre of placing pertaining to that block shall be taken as the lead distance.

3.0 Surface Regularity of sub grade and Pavement courses :

The surface regularity of completed sub-base courses and wearing surface in the longitudinal and transverse

direction shall be within the tolerances indicated in Table below. The longitudinal profile shall be checked with a 3 metre

long straight edge, at the middle of each traffic lane along a line parallel to the centre line of the road. The transverse profile

shall be checked with a set for three camber boards at intervals of 10 metres.

PERMITTED TOLERANCES OF SUB REGULARITY FOR PAVEMENT COURSE.

Sr. Type of

construction

Longitudinal Profile with 3 metre straight edge. Cross Profile

Maximum

permissible

undulation

in mm

Maximum number of undulation

permitted in any 300 m. length

exceeding in

18 12 10 6

Maximum permissible

variation from

specified profile

camber themplate mm

1 2 3 4 5 6 7 8 1 Earth subgrade 36 30 - - - 15

2 Granular/lime Cement

stabilized sub base.

23 - 30 - - 12

3 Water Bound

Macadam with

nominal size metal

(20-50)mm

18 - - 30 - 8

4 Semi Dense carpet 15 - - - 20 6

Notes : 1. These are for machine laid surfaces. If laid manually, due to unavoidable reason, tolerance upto 50 percent above these

values in the columns may be permitted. However, this relaxation does not apply to the values of maximum undulation for

longitudinal and cross profiles mentioned in columns 3 and 8 in the table.

2. Surface evenness requirements in respect of both the longitudinal and profiles should be simultaneously satisfied.

3. Rectification : Where the surface irregularity of sub grade and the various pavement courses fall out side the specified

tolerances, the contractor shall be liable to rectify these in the manner described below and to the satisfaction of the

Engineer- in-Charge at this own cost.

(i) Sub grade ; Where the surface in high, it shall be trimmed and suitably compacted. Where the same in low, the

deficiency shall be corrected by adding frees material. The degree of compaction and the type of material to be used shall

confirm to the specified requirements.

(ii) Granular/Sub Base : Same as at (i) above except that the degree of compaction and the type of material to be used

shall conform to the specified requirements.


Page 7 of 42

(iii) Lime/Cement stabilized soil sub-Base : For lime/ cement treated materials where the surface is high, the same

shall be suitably trimmed while taking care that the material below is not disturbed due to this operation. However where the

surface is low, the same shall be corrected as described here in below.

For cement treated material, when the time elapsed between detection of irregularity and the time of mixing of the material, is less than 2 hours, the surface shall be scarified to a depth of 50mm, supplemented with freshly mixed material as necessary and recomposed to the relevant specification. When this time is more than 2 hour, the full depth of the layer shall be removed from the pavement and replaced with fresh material, to specification. In either case, the area treated shall not be less than 5 meters wide. This also apply to lime treated material except that the time criterion shall be 3 hours instead of 2 hours.

(iv) Water Bound Macadam Base. : Where the surface is high or low, that top 75mm shall be scarified, reshaped with added material as necessary and re compacted. The area treated at a place shall not be less than 5 metres long and 2 metres wide.

(v) Bituminous Construction : For bituminous construction other than wearing course, where the surface is low, the

deficiency shall be corrected by adding fresh material and re compaction to specifications, Where this surface is high, the full depth of the layer shall be removed and replaced with fresh material and compacted to specifications. For wearing course, where the surface is high or low, the full depth of the layer shall be removed and replaced with fresh material and compacted to specifications in all cases where the removal and replacement of a bituminous layer is involved, the area treated shall not be less than 5 metre long and not less than 1 lane wide.

4.0 Quality Control Test During Construction. : The materials supplied and the works carried out by the Contractor shall conform to the enclosed relevant specifications. For ensuring the requisite quality of construction, the materials and works shall be subjected to quality control test as described hereinafter, by the Engineer-in-charge. The testing frequencies set forth are the desirable minimum and the Engineer-in-charge shall have the full authority to carry out test as frequently as he may deem necessary to satisfy that the materials at work comply with the appropriated specification. Test procedures for the various quality control tests are indicated in the respective sections of the specification or for certain tests within this section. Where no specific testing procedure in mentioned, the test shall be carried out as per prevalent accepted engineering practice to the directions of the Engineer-in-charge. 5.0 Tests of Earthwork foe Embankment Construction : 5.1 Borrow Materials :

(a) Sand content (IS : 2720 Part IV) Two test per 8000 Cubic metres of soil. (b) Plasticity Test (IS : 2720 Part-V) Each type to be tested. Two tests per 8000 Cubic Metres of soil. (c) Density test (IS : 2720 part-VII) Each soil type to be tested. Two test per 8000 Cubic Metres of Soil. (d) Moisture Content Test (IS : 2720 Part-II) One test for every 250 Cubic Metres of soil.

5.2 Compaction Control : Control shall be exercised by taking at least one measurement of density for each 1000 square metres of compacted

area, or closer as required to yield the maximum number of test results for evaluating day”s work on statistical basis. The determination of density shall be accordance with IS : 2720 (Part XXVIII). Test locations shall be chosen only through random sampling techniques. Control shall be not be based on the result of any one test but on the mean value of set of 5-10 density determinations. The number of tests in one set of measurements shall be 5 as long as it is felt that sufficient control over borrow material and the method of compaction is being exercised. If considerable variations are observed between individual density results, the minimum number of tests in one set of measurement shall be increase to 10., The acceptance of work shall be subject to the condition that the mean dry density equals or exceeds the specified density and the standard deviation for any set of result is below 0.08 gm/cc. However for earthwork in shoulders and in top 500 mm portion of the embankment below the subgrade, at least one density measurement shall be taken for every 500 square metres of the compacted area provided further that the number of the test in each set of measurement shall be at least 10. In other respects, the control shall be similar to that described earlier.

6. Following materials shall conform to the Indian Standards shown against them ; (1) Cement IS : 269 (2) Sand for masonry IS : 2116 (3) Sand for concrete IS : 383 (4) Coarse aggregate. IS : 383 (5) Mild Steel. IS : 432 (6) High yield strength deformed bars (a) Hot Rolled. IS : 1139 (b) Cold Twisted. IS : 1786


Page 8 of 42

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1. Excavation for structures shall consist of the removeal of material for the construction of foundations for culverts, rataining walls, cut of walls pipe culverts and other similar structures, in accordance with the requirements of these

specification and the lines and dimensions shown on the drawing or as indicated by the Engineer in charge. The work shall

include all necessary sheeting shorting. ba\racing draining an pumping and the removal of all logs stumps ,grubs and other

deleterious matter and obstructions necessary for placing the foundations, trimming bottoms of excavations backfilling and

clearing up the site and the disposal of all surplus material.

2. After the site has been cleared the limits of excavation shall be set out true to lines, curves and slopes.

3. Excavation shall be taken to the width of the lowest step of th footing. The contractor at his own expense shall put

up necessary shoring, trutting and planking or cut slopes to a safer angle or both with due-regard to the safety of persons and

works and to the satisfaction of the enginner in charge.

4. The depth to which the excave on is to be carried out shall be as shown, on the drawings. unles the type of material

encounted is such as to require changes. in which case the depth shall be as ordered by the Engineer in charge. 5. Where waters is met with in excavation due to stream flowm seepage springs , raing or ther reasons, the contractor

shall take adequate measures such as bailing pumping , constructing , diversion channels drainage channels and other

necessary work to keep the foundation trenches dry when so required and to protect green concrete/masory against damage

by erosion or sudden rising of wate level. The method to be accepted in the regard and other details there of shall be left to

the choice of the contractor but subject of approval of the engineer in charge. Approval of the Engineer in charge shall,

however not relieve the contractor of the responsibility for the adequancy of dewatering and protection arragements and for

the quality an safety of the work.

6. Pumping from the interior of any foundation enclosures shall be done in such manner as to preclude the prossibility

of the movement of water through anyfresh concrete. No pumping shall be permitted durring the placing of concrete or for

any period of at leasst 24 hours therafter, unless it is done from a sitable sump separated from the concrete work by a water

tight wall or other similar means.

7. The botton of the foundation shall be leveled both longitudinally and transversely or stepped as directed by the

Engineer in charge. Before footing is laid, the surface shall be slightly watered and remmed. In the event of excavation

having been made deeper than that shown on the drawings or as otherwise oredered by the Engineer in charge, the extra

depth shall be made up with concrete or masonry of the foundation grade at the cost of the contractor , Ordinary filling shall

not be used for the purpose of bringing the foundation oto level. If there are any slip or blows in the excavation these shall be

remioved by the contractor at his own cost.

8. Near towns , villages and all frequented plances , trenches and foundation pits shall be securely fenced, provided

with proper caution signs and marked with red lights at night to avoid accidents. The contractor shall gbe required to take

adequate protective measures to see that the excavation operation do not affect or damage adjoining structures.

9. Backfilling shall be done with approved material after concrete or masonry is full set and carried out in such a way

as not to cause under thrust on any part of the structure. All space btween foundation masonry or concrete and the sides of

excavation shall be refilled to the original surface, maing due allowance for settlement in 250 mm loose layers. Which sahil be watered and compacted.

10. All the excavated materials shall be the property of the Govtrnment where the excavated material is directed to be

used in the construction of embankment , it shall be directly deposied at the required locations.

11. All useful materials, not intended for use in the bank, shall be stacked neatly on Government land as directed by the

Engineer in charge within 8 KM lead. Unsuitable and surplus materials not intended for use in any part of the road shall be

disposed off as directed by the Engineer in charge.

12. Excavation for structures shall be measured in cubic metres for each class of material encontered , limited to the

dimensions shown on the drawings or as directed by the Engineer in charge Excavation over increased width , cutting of

slopes, shoring , shattering and planking shall be deemed as convenience for the contractor in executing the work and shall

not measured and paid for separately.


Page 9 of 42

13. The contract until rate fore for the items for excavation for structures shall be paid in full for carrying out the

required operations including.

(1) Setting out

(2) Construction of necessary shoring and bracing and their subsequnt removal :

(3) Removal of all longs stumps , grubs and other deleterious matter and obstructions for pacing the foundations

including trimming of bottoms of excavation :

(4) Foundation sealing dewatering including pumping.

(5) Backfilling clearing up the site and disposal of all surplus material within all lifts and leads upto 100 metres :

(6) All lobour, material, tools, equipment, safegards and incidentals necessary to completed the work to the specification .

14. Excavation shall be for ordinary soil such as vegetable or organic soil, turt slit, and loam , clay mud, plat, black

cotton soil, soft shale or soft murrum a mixture of these and similar material which yields other ordinary application of pick

and shovel rake of other ordinary digging equipment. Removal of gravel or any other nodular material having diametre in any one direction not exceeding 75 mm occurring in such strata shall be deemed to be covered under this categrory. The

classification of excation shall be decided by the Engineer in charge and his decision shal be final and binding on the

contractor

Providing and laying Un Screaned River sand or granular material in sub base of approved

river sand with gradation as per detailed specification of a compacted thickness shown in cross

section and including watering, spreading, labour charges and compacting with using

contractors own vibratory roller to required dry density etc. completed as directed

1. The materials for the purpose shall be of approved quality. Any materials which is found inferior shall be rejected and the contractor shall remove such rejected materials from the site at his own cost.

2. The material shall be approved by the Executive Engineer or his authorised agent. It shall be free from all rubbish,

dust and any organic materials as well as cluds of black cotton soils.

3. The materials shall be stacked by filling standard steel pharas of size 5"-0 x 5"-0 x 2" -0 ( 1.524 M x 1.5524 M

.60.96 cm) on a fairly level ground. It shall be stacked on road land beyond the toe of the bank and on a level ground. The

rate includes digging the murrum from borrow pits. conveying within the specified lead and lift on the road site and stacking

the same in regular pharas of the required dimensions.

Supplying and stacking of quarry spauls materials at site including filling boxes with all lead

and lift.

1. The quarry spauls shall be approved quarry as approved by the Ex. Engineer prior to collection. Filling of boxes.

shall no be allowed till the metal is broken to the specified site.

2. The quarry spaul be as uniform in size as possible. The quarry spaul shall be hard, tough, solid, durable of black

trap quarry of close texture, free from decay and weathering. The stone shall be angular and roughly cubical in shape and

round elongated or flaky materials shall be rejected . No sound or long rubble or angular chips smaller than specified size

shall be allowed,

3. All unsound , whethered or disintegrated stone obtained from the under surface layer of the quarry of other layers of

boulders shall be rejected.

4. Wherever any doubt as to whether above requirement are stisfy in whole or part of the collection it shall be got

sereened by the contractor if so ordered by the Excutive Engineer, and for which no extra payment shall be claimed by the

contractor.

5. Any collection which does not fully satisfy the above requirements is liable to be rejectied all together.

6. Stacking shall be made by the contractor by steel pharas of 2 m x 1.5 m 0.5 m and no deduction of voids shall be

made from the gross measurements.

7. Regular stack shall be made by the contractor on a fairly level ground. All the stack shall be marked by white wash

immediately on being measuered and recorded by the Engineer in charge. 8. The rate includes blasting the rock, if any breaking the quarry spauls, stacking measureing in pharas etc. complete.

9. The rate shall as per actual requirements and any materials in excess shall bhave to be transported by the contractor

at the places directed by the Executive Engineer at the risk and cost of the contractor.

10. While stacking materials the depositing should commence at one end of the km, and carried continuously towards

the other end unless the Executive Engineer shall direct otherwise and as a rule measurements shall be taken after metal for

half kilometer or km, has been fully collected. Any fraction of these distance shall be not be measured up,

11. The measurements shall be recorded in on Cum. basis & be paid accordinagly.


Page 10 of 42

Supplying and Stacking of machine crushed stone aggregate chipping etc of hand stone of 20

to 50 mm nominal size free of disintegrated pieces, deleterious and organic matter including

filling boxes with all lead and lift etc. complete for road work including filling the boxes with

all lead and lift etc, complete. 1. The field of M.C. metal shall be of approved quarry as shown on the quarry chart as well as approved by the

executive engineer prior to collection.

2. The M.C,. Metal be hard, tough, sound, durable, black trap quarry of close taxture, free form decay and weathering.

The stone shall be angular and roughly cubical in shape and round elongated of flaky materials shill be rejected. No sound or

long rubble or angular chips smaller than specified size shall be allowed.

3. All unsound , weathered or disintegrated stone obtained rom the upper surface layer of the quarry or other layer of

bouldrs shall be rejected. The physical requirement for standard size metal shall conform to the test results indicated in para

3of above item.

4. The M.C. metal shall be as nearly uniform in size as possible and shall conform of following minimum

requirements of passing through the rings. 5. Wherever and doubt exists as to whether the above requirement are satisfied in whole or part. the collection of M.C.

metal shall be got screened by the contractor if so ordered by the executive engineer and for which no extra payments shall

be claimed by the contractor.

6. Any collection which does not fully satisfy the above requirements is liable to be rejected altogether.

7. Stacking shall be done by filling in the standard steel pahras of 2.00 x 1.50 x 0.50 metre and no deduction of voids

shall be made from the gross measurements.

8. Regular stacks shall be done by the contractors on a fairly level ground. All thestacks shall be marked by white

wash immediate on being measured and recorded by the Engineer in charge.

9. The rate includes blasting the rock, it any, breaking the metal, stacking measureing in pharas etc , complete.

Supplying & machine crushed stone aggregate chipping etc. of hard stone 25 mm to 40 mm

nominal size free of disintegrated pieces. deleterious and organic matter including filling the

boxes with all lead and lift etc. complete on site of the work forbituminous surface dressing

filling the boxes with all lead and lift etc. complete on site of the work for bituminous surface

dressing etc. as per I.R.C. code. 1. The field of M.C. metal shall be of approved quarry as shown on the quarry chart as well as approved by the







3of above item.


requirements of passing through the rings. 5. Wherever and doubt exists as to whether the above requirement are satisfied in whole or part. the collection of M.C.









Gradation of Aggregate shall be as under.

Sieve size % by weight passing through

50 mm

40 mm

20 mm

10 mm

95-100

65-90

0-10

0-5

Sieve size Percentage passing through

63mm

50mm 40mm

20mm

100

95-100 35-70

0-10


Page 11 of 42

Supplying & machine crushed stone aggregate chipping etc. of hard stone 40 mm to 63 mm

nominal size free of disintegrated pieces. deleterious and organic matter including filling the

boxes with all lead and lift etc. complete on site of the work forbituminous surface dressing

filling the boxes with all lead and lift etc. complete on site of the work for bituminous surface

dressing etc. as per I.R.C. code. 1. The field of M.C. metal shall be of approved quarry as shown on the quarry chart as well as approved by the







3of above item.


requirements of passing through the rings.

5. Wherever and doubt exists as to whether the above requirement are satisfied in whole or part. the collection of M.C.









Gradation of Aggregate shall be as under.

Sr. No Size Range Slave disignation Percentage by weight passing through the sieve

1. 40 mm to 63 mm 75 mm

63 mm

50 mm

40 mm

25 mm

100

90-100

60-80

0-15

0.5

Supplying and Stacking murrum binding materials including materials on road side including

filling boxes with all lead & lift etc. complete. 1. Material for the purpose shall be of approved uality. Any material which is found inferior shall be rejected and the

contractor shall remove such remove such rejected matrial from the site at his own cost, The material shall be

collected from quarries approved by the Executive Engineer. The material shall be granular and grittly.

2. The material shall be got approved by the Executive Engineer prior to collection on site. It shall be free from all

fubbish dust and any organic materials as well as clods of black cotton soils, Materials shall not be allowed to be

collected from within the road boundary, Material to be used as crust and for side shoulders shall be as per CBR

report and that to be use bindage in WBM road construction shall have P.I. value of less than 6 as determined in

accordance with IS 2720 (part -V) The material to be used should be got rested prior to its use in construction.

Testing charges shall be borne by the contractor.

3. River or nala or sea sand required for the work shall be clear, sound, properly, free from organic materials sift clay

etc. and shall be got approved by the Engineer-in-charge. The sand shall be obtained and brought from the source

approved by the Engineer-in-charge. The sand shall be well graded. The Payment shall be amde on Cubic Metre

basis. 4. Stacking shall be done by filling in the standard steel boxes of 2m x 1.5m x 0.5m size which shall be supplied by the

Department if available on rent. Otherwise contracor shall be made from the grade measurements. Where any doubt

exists as to whether the quantity of stacks of murrum in an hectometre is not confirming with the cubic content of

the standard pharas ( 2x1.5x0.5m) the same shall be got corrected by the contractor if so ordered by the Engineer-in-

charge for which no extra payment shall be claimed by the contractor. If the quantity of murrum in any stack in a

particular hectometre is found to be less than the standard measurements viz. , 1.5 cmt. the entire collection in the

hectometre shall be paid on the basis of the quantity so found. Regular stacks shall be done by the Contractor on a

fairly level ground. Stacking of the murrum shall be done in a manner as directed by the Engineer-in-charge.

5. For road work completed stacking of murrum as per requirement shall be barried out in 2 k.m length before

spreading. The collection shall always be commenced at one end of the K.M. and be carried continuously towrd the

other end unless the Engineer in charges shall direct otherwise.


Page 12 of 42

6. The Payment shall be made on cubic metre basis without deduction for voids. The contractor shall maintain all

stacks in regular and proper size till the whole materials are collected. measured and finally accepted by the

pepartment. The spreading of materials shall not be allowed till the materials are fully stacked and completed

kilometer wise.

7. The rate includes cost of collection, conveyance to the site with all lead andlift and filling the boxes including all

labour, tools, equipment and other incedental expenses.

8. The rate quoted are inclusive of all shall such tools, duties , fees, royalties, taxes etc.

Spreading(Only)the stone aggregates and quarry spauls for soiling and WBM including

filling the interstices to required camber and gradient ( excluding speading of blindage) (i) 40

mm to 63 mm size H.B. stone aggregates *H.B.) (ii) 25 mm to 90 mm size H.B. stone aggreate

(iii) Chipping varying from 6 mm to 25 mm size (iv) 20 mm to 50 mm size crushed.

1. Metal shall not be spread without permission of the Engineer in charge. Material shall be only be allowed to be

sprad after the written permission of the Executive engineer is obtained. The permission for spreading the metal shall be

given by the Executive Engineer if

(i) The full quantity of a particular mile (Milometer) is completaely collectd.

(ii) The collection of metal is also completed in the adjoining two miles (kilometers)

(iv) The measurements are recorded in the Measurement book

Metal should be spread unclear careful supervision by trained coolies. Contractor shall see that, Uniform speading as per

collection of metal is done. The contractor shall sprad the metal fully from the stacks without keeping any balance unless

directed by the Engineer in charge to keep some stack in balance for making good unevenness or depressions dureing rolling

works. To ensure that the material is spread to the required thickness. The roadsurface shall be marked out in to length over

which the contents of heaps are to be spead. The bounds of earth murrum (one on either side ) shall be laid with a distance

between them equal to the width of road to be metaled and shall be enough to prevent the loose metal from spreading during

consolidation as well as to retain water used for consolidation. Payment for bunds will be made in the respective item.

2. The metal ( including old metal ) shall be screened and rubbish, dust, grass shall be removed and spread evenly on

the prepared surface in grade and camber by using camber board etc. so as to ensure that the surface is true to camber and

grade. At least two camber by using camber boards shall be in use at site. The surface shall be checked at every 50 ft. by

means of template while the correctness of the camber in betwen shall be tested by string and corrected as required. Between the straight lenghts and the curves in camber of road to superelevation shall be made very gradually as may be directed by

the engineer in charge.

3. The speading of metal shall proceed only 200 mt. (max) advance of the rolling operations. The collection and

speading of the metal shall not be carred out in one and the same kilometer.

4 At the time of rolling all surface irregularities, hollows, depressions, humps etc. shall be straight. The spreading of

metal in required layer shall be done by the contractor.

Spreading With Rolling and consolidation the stone aggregates and quarry spauls for soiling

and WBM including filling the interstices to required camber and gradient ( excluding

speading of blindage) (i) 40 mm to 63 mm size H.B. stone aggregates *H.B.) (ii) 25 mm to 90

mm size H.B. stone aggreate (iii) Chipping varying from 6 mm to 25 mm size (iv) 20 mm to 50

mm size crushed.

1. Metal shall not be spread without permission of the Engineer in charge. Material shall be only be allowed to be

sprad after the written permission of the Executive engineer is obtained. The permission for spreading the metal shall be

given by the Executive Engineer if

(i) The full quantity of a particular mile (Milometer) is completaely collectd.

(ii) The collection of metal is also completed in the adjoining two miles (kilometers)

(v) The measurements are recorded in the Measurement book

Metal should be spread unclear careful supervision by trained coolies. Contractor shall see that, Uniform speading as per

collection of metal is done. The contractor shall sprad the metal fully from the stacks without keeping any balance unless

directed by the Engineer in charge to keep some stack in balance for making good unevenness or depressions dureing rolling

works. To ensure that the material is spread to the required thickness. The roadsurface shall be marked out in to length over

which the contents of heaps are to be spead. The bounds of earth murrum (one on either side ) shall be laid with a distance

between them equal to the width of road to be metaled and shall be enough to prevent the loose metal from spreading during

consolidation as well as to retain water used for consolidation. Payment for bunds will be made in the respective item.


Page 13 of 42

2. The metal ( including old metal ) shall be screened and rubbish, dust, grass shall be removed and spread evenly on

the prepared surface in grade and camber by using camber board etc. so as to ensure that the surface is true to camber and

grade. At least two camber by using camber boards shall be in use at site. The surface shall be checked at every 50 ft. by

means of template while the correctness of the camber in betwen shall be tested by string and corrected as required. Between

the straight lenghts and the curves in camber of road to superelevation shall be made very gradually as may be directed by

the engineer in charge.

3. The speading of metal shall proceed only 200 mt. (max) advance of the rolling operations. The collection and

speading of the metal shall not be carred out in one and the same kilometer.

4 At the time of rolling all surface irregularities, hollows, depressions, humps etc. shall be straight. The spreading of

metal in required layer shall be done by the contractor.

Rolling & consolidating 1. Immediately following the spreading of the coarse aggregates rolling shall be with thrwheeled vibratory power

rollers of 8 to 10 tonne capacity The weight of the roller shall depend upon the type of the aggregate and be indicated by

Engineer in charge.

2. Except on super elevated portion where the rolling shall proceed from inner edge to outer. rolling shall being from

the edges gradually progressing towards the centre. First the edge / edges shall be compacted with roller running forward and

backward. The roller shall then move inwards parallel to center line of the road , in successive passes uniformaly lapping

preceding tracks by at least one half the width.

3. Rolling shall continue until the aggregate is throughly keyed and te creeping of the aggregate ahead of the roller is

no longer visible. During rolling slight sprinkling of water may be done, if necessary. Rolling shall not bedone when the sub-

grade is soft or yielding or when it causes a wave like motion in the sub grade or sub base coures.

4. The rolled surface shall be checked transversely and longitudianal with tempates and any irregularities corrected by

loosening the surface, adding or removing necessary amounts of aggregate and rerolling until the entire surface conforms to

desired camber and grade. In no case shall the use of screening be permitted to make up depression.

5. The blindage material where it is required to be used shall be applied successively in two or more thin layers at a

slow and uniform rate. After each application, the surface shall be copiously sprinkled with water, the resulting slurry swept.

in with hand brooms or mechanical brooms to till the works properly and rolled, during which water shall be applied to the

wheels of the roller if necessary to wash down the binding material sticking to them. These operations shall continue until the resulting slurry after filling of voids, forms a wave ahead of the moveing roller.

6. After the final compaction of water bound macadam course the road shall be allowed to dry overnight. Next

morning hungry spots shall be filled with screenings of binding materials as directed. lightly sprinkled with water if

necessary and rolled. No trafic shall be allowed on the road until the macadam has set. The engineer in charge shall have the

discretion to stop hauling trafic from using the completed water bound macadam course it in his opinion it would cause

excessiove damage to the surface,

7. Finished work shall include cost of watering, rent of machinery cost fuel, wages of divers and cleaners and murrum

bound etc. Spreading blindage or road crust /soft murrum / murrum / sand / yellow /earth filling the

gaps in metal and leveling to camber and gradient as directed. Spreading of material shall be started after the full supply in a particular Km is collected, measured and recorded in

the measurement books, Permission of the Engineer in charge shall be obtained before spereading. It shall be seen that the

formation is dressed to the required camber and grade. If the murrum is to be spread over the metated surface then the

speading shall be uniform and as its had as its hasto act as bindingsurface, it shall be used for filling the interstices of metal

and forming a smooth running surface as for as possible Murrum blindagte shall be specified as blindage shall be spread

evenly with a twisting motion of the baskets. No more Murrum shall be used then specified as blindage. The rate is for gross

measurements and no deducation of voids shall be made. I the murrum is to be spread overearthen embankment as a sub base

or for side shoulders or as blindage, it shall be spread in a manner as directed by the Engineer in charge and as per required

width and thickness. The contractor shall make good all unevenness, depression, projections etc. during consolidation work.

Rolling and consolidating water bound macadam ( except letevite and kankar) including

watering not exceeding 150 mm thickness ( main layer including binding materials ) including

filling in depression which occurs during the process With power roller exceeding 8.0 M.T but

not exceeding 12.0 M.T. 1. Immediately following the spreading of the coarse aggregates rolling shall be with thrwheeled vibratory power rollers of

8 to 10 tonne capacity The weight of the roller shall depend upon the type of the aggregate and be indicated by Engineer

in charge.

2. Except on super elevated portion where the rolling shall proceed from inner edge to outer. rolling shall being from the

edges gradually progressing towards the centre. First the edge / edges shall be compacted with roller running forward and backward. The roller shall then move inwards parallel to center line of the road , in successive passes uniformaly

lapping preceding tracks by at least one half the width.

3. Rolling shall continue until the aggregate is throughly keyed and te creeping of the aggregate ahead of the roller is no

longer visible. During rolling slight sprinkling of water may be done, if necessary. Rolling shall not bedone when the

sub-grade is soft or yielding or when it causes a wave like motion in the sub grade or sub base coures.


Page 14 of 42

4. The rolled surface shall be checked transversely and longitudianal with tempates and any irregularities corrected by

loosening the surface, adding or removing necessary amounts of aggregate and rerolling until the entire surface

conforms to desired camber and grade. In no case shall the use of screening be permitted to make up depression.

5. The blindage material where it is required to be used shall be applied successively in two or more thin layers at a slow

and uniform rate. After each application, the surface shall be copiously sprinkled with water, the resulting slurry swept.

in with hand brooms or mechanical brooms to till the works properly and rolled, during which water shall be applied to

the wheels of the roller if necessary to wash down the binding material sticking to them. These operations shall continue

until the resulting slurry after filling of voids, forms a wave ahead of the moveing roller.

6. After the final compaction of water bound macadam course the road shall be allowed to dry overnight. Next morning

hungry spots shall be filled with screenings of binding materials as directed. lightly sprinkled with water if necessary and rolled. No trafic shall be allowed on the road until the macadam has set. The engineer in charge shall have the discretion

to stop hauling trafic from using the completed water bound macadam course it in his opinion it would cause excessiove

damage to the surface,

7. Finished work shall include cost of watering, rent of machinery cost fuel, wages of divers and cleaners and murrum

bound etc.

Supplying and stacking of hand broken stone coarse aggregates chippings etc of hard stone of

size 25 mm to 90 mm size nominal size free of disintegrated places, deleterious and organic

matter including filling boxes with all lead and lift etc complete for WBM road.

1. The Stone metal shall be obtained from quarried approved by the Executed Engineer prior to collections. The metal shall

be of approved quality with all lead and lift the metal shall be obtained from hard tough, sound durable, stone of close

texture as is locially available and reasonable free from decay and weathering. Pieces of the stone shall be angular and

roughly cubical in shape and round, elongated or flaky materials shall be allowed The size of metal shall be 25 mm to 90

mm and shall be hand broken, All unsound whethered or disintegrated stone obtained from the upper surface layer of the quarry or other ayers of boulders shall be rejected.

2. The samples of metal collected from approved quarries shall be got tested at Govt. recognized laboratory as may be

directed to the contractor at his own cost. The test results shall conform to the standard requirements faid down for metal

to be used for WBM work.

3. The physical requirement for standard size metal shall conform to the test results indicated in the Table below.

Type of Const Test Test Method Requirement Base (a) Los Angeles

Abrasion Value Aggragate Impact valud

(b) Flakiness index

IS 2386 part IV IS2386 Part IV or IS5640

IS 2386 Part I

50% (Maximum) 40% (Maximum)

15% (Maximum)

Frequency of test shall be as per Ministry of Surface Transport Specifications.

4. The grading requirements of the metal to be used for WBM shall be as under.

Sr.

No

Size Range Slave designation Percentage by weight passing

through the sieve

1. 25 mm to 90 mm 100 mm

90 mm

50 mm

25 mm

20 mm

100

90-100

40-60

0-10

0.5

The size of metal for WBM shall be 25mm to 90 mm wherein tolerance limit for oversize shall be up to 10 % and

that for lower size should be up to 10 %.

5. Wherever any doubt exists as to whether the above requirements are satisfied in whole or any part of the collection, metal shall be got screened by the contractor at his own cost, if so ordered by Engineer in charge.

6. Stacking shall be done by filling in the standard steel boxes of 2m x 1.5 m 0.5 m size which shall be supplied by the

Dept, if available on rent. Otherwise contractor shall make his own arrangement. No deduction for voids shall be made

from the gross measurements. Where any doubt exist as to whether the quantity of stacks of metal in any hectometre is

not confirming with the cubical content of the standard pharas ( 2 m x 1.5 m x 0.5 m) shall be got corrected by the

contractor if so ordered by the Engineer in charge for which no extra payment shall be claimed by the contractor. If the

quantity of metal in any stack in a particular. Hectometre shall be paid on the basis of the quantity so found. Regular

stack shall be done by tele contractor on a fairly level ground. Stacking of the metal shall be done in a manner as

directed by the Engineer in charge. Collection of metal shall be completed in two hectometre wise as per the final


Page 15 of 42

requirement and measurement shall be recored two hectometre wise. Untill the quantity of metal as per the final

requirement is not collected in any two consecutive HM. and std., boxes are not filled in completely in two hectometres,

measurements shall not be recorded and payments shall not be done.

7. For road work complete staking of metal as per requirement shall be carried out in 2 km length before spreading. The

metal stacks shall be measured and recorded and got croos checked by other Deputy Executive Engineer as per rules

before spreading. The collection shall always. Commence at one end of the Km and be carried continuously towards the

other end unless the Engineer in charge shall direct otherwise.

8. The Payment shall be on cubic metre basis without deduction for voids. The contractor shall maintain all stacks in regular

and proper size till the whole materials shall not mesured and finally accepted by the dept. the spreading of materials shall not be allowed till the materials are fully stacked and completed kilometer wise.

9. The rate includes cost of collection convey to the site with all lead and lift and filling the boxes including all labour, tools,

equipment and other incidental expenses. The rates quoted are inclusive of all suck tools, duties fees, royalties, taxes etc.

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Page 16 of 42

dI]P SM5M"P 5F; SZ[ T[JL ;FZL RF/[,L Z[TL ,FJL !_ DL8Z p\RF. CF.8 ,[J, ;]WLGL H[ T[ ;5F8L 5F6LYL TZ[ SIF" AFN H~ZL 9IFVM SZL V[S ;ZB]\ NMZLV[4 VM/\A[ ,F.G ,[J,[ BF0F B0LIF JUZ !o# l;PDMP GF\ 5|DF6DF\ !5 V[DPV[DP HF0M 5|YD SM8 G]\ %,F:8Z SZJFG]\ K[P tIFZAFN ALHF lNJ;[ VF 5|YD SM8 5Z dI]P SM5M"P 5F; SZ[ T[JM ;]Z[gN=GUZGM 5F6M ,FJL VF5L !oZ GF\ 5|DF6DF\ ALHF[ CFY ,UFJL VF5JFGM K[P VF ALHF CFY 5Z ccZAZ :5MgH;cc J0[ 0A, SM8 V[g0 O[.:0 %,F:8Z SZL VF5JFG]\ K[P T{IFZ SFD 5Z N; lNJ; ;]WL 5F6L KF\8L SIMZL\U SZJFG]\ K[P T{IFZ SFDG]\ DF5 ,[JFDF\ VFJX[P EFJ NZ V[S RMPDLP D]HA ;DHJFGM K[P

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Providing form work of ordinary timber planking so as to give a rough finish including

centring. Shuttering strutting and propping etc. Height of propping and centring below

supporting floor to ceiling not ex-exceeding 4M. And removal of the same for in including

reinforced concrete and plain concrete work

1501. DESCRIPTION

Formwork shall include all temporary or permanent forms required for forming the concrete of the shape, dimensions

and surface finish as shown on the drawing or as directed by the Engineer, together with all props, staging, centering,

scaffolding and temporary construction required for their support. The design, erection and removal of formwork shall

conform to IRC:87 "Guidelines for Design and Erection of Falsework for Road Bridges" and these specifications.

1502. MATERIALS

All materials shall comply with the requirements of IRC87. Materials and components used for formwork shall be

examined for damage or excessive deterioration before use / re- use and shall be used only if found suitable after necessary

repairs. In case of timber formwork, the inspection shall not only cover physical damages but also signs of attacks by decay,

rot or insect attack or the development of splits. Forms shall be constructed with metal or timber. The metal used for forms shall be of such thickness that the forms

remain true to shape. All bolts should be countersunk. The use of approved internal steel ties or steel or plastic spacers shall

be permitted. Structural steel tubes used as support for forms shall have a minimum wall thickne ss of 4 mm. Other materials

conforming to the requirements of IRC:87 may also be used if approved by the Engineer.

1503. DESIGN OF FORMWORK

1503.1. The Contractor shall furnish the design and drawing of complete formwork (i.e. the forms as well as their

supports) for approval of the Engineer before any erection is taken up. If proprietary system of formwork is used, the

Contractor shall furnish detailed information as per Appendix. 150011 to the Engineer for approval.

Notwithstanding any approval or review of drawing and design by the Engineer, the Contractor shall be entirely

responsible for the adequacy and safety for formwork.

1503.2. The design of the formwork shall conform to provisions of IRC:87. It shall ensure that the forms can be

conveniently removed without disturbing the concrete. The design shall facilitate proper and safe access to all parts of

formwork for inspection.

1503.3. In the case of prestressed concrete superstructure, careful consideration shall be given to redistribution of loads

on props due to prestressing.

1504. WORKMANSHIP

1504.1. The formwork shall be robust and strong and the joints shall be leak-proof.

Balli shall not be used as staging. Staging must have cross bracings and diagonal bracings in both directions. Staging

shall be provided with an appropriately designed base plate resting on firm strata.

1504.2. The number of joints in the formwork shall be kept to a minimum by using large size panels. The design shall


Page 17 of 42

provide for proper "soldiers" to facilitate alignment. All joints shall be leak proof and must be properly sealed. Use of PVC

JOINT sealing tapes, foam rubber or PVC T-section is essential to prevent leakage of grout.

1504.3. As far as practicable, clamps shall be used to hold the forms together. Where use of nails is unavoidable

minimum number of nails shall be used and these shall be left projecting so that they can be withdrawn easily. Use of

double headed nails shall be preferred.

1504.4. Use of ties shall be restricted, as far as practicable. Wherever ties are used they shall be used with HOPE

sheathing so that the ties can easily be removed. No parts prone to corrosion shall be left projecting or near the surface. The

sheathing shall be grouted with cement mortar of the same strength as that of the structure.

1504.5. Unless otherwise specified, or directed, chamfers or fillets of sizes 25 mm x 25 mm shall be provided at all

angles of the formwork to avoid sharp corners. The chamfers, bevelled edges and mouldings shall be made in the formwork

itself. Opening for fixtures and other fittings shall be provided in the shuttering as directed by the Engineer.

1504.6. Shuttering for walls, sloping members and thin sections of considerable height shall be provided with

temporary openings to permit inspection and cleaning out before placing of concrete.

1504.7. The formwork shall be constructed with precamber to the soffit to allow for deflection of the formwork. Pre-

camber to allow for deflection of formwork shall be in addition to that indicated for the permanent structure in the drawings.

1504.8. Where centering trusses or launching trusses are adopted for casting of superstructure, the joints of the

centering trusses, whether welded, riveted or bolted should be thoroughly checked periodically. Also, various members of the

centering trusses should be periodically examined for proper alignment and unintended deformation before proceeding with

the concreting. They shall also be periodically checked for any deterioration in quality due to steel corrosion.

1504.9. The formwork shall be so made as to produce a finished concrete true to shape, line and levels and dimensions as shown on the drawings, subject to the tolerances specified in respective sections of these specifications, or as directed by

the Engineer.

1504.10. Where metal forms are used, all bolts and rivets shall be countersunk and well ground to provide a smooth, plane surface. Where timber is used it shall be well seasoned, free from loose knots, projecting nails, splits or other defects

that may mar the surface of concrete.

1504.11. Forms shall be made sufficiently rigid by the use of ties and bracings to prevent any displacement or sagging

between supports. They shall be strong enough to withstand all pressure, ramming and vibration during and after placing the concrete. Screw jacks or hard wood wedges where required shall be provided to make up any settlement in the formwork

either before or during the placing of concrete.

1504.12. The formwork shall take due account of the calculated amount of positive or negative camber so as to ensure

the correct final shape of the structures, having regard to the deformation of false work, scaffolding or propping and the

instantaneous or deferred deformation due to various causes affecting prestressed structures.

1504.13. Suitable camber shall be provided to horizontal members of structure, specially in long spans to counteract

the effects of deflection. The formwork shall be so fixed as to provide for such camber.

1504.14. The formwork shall be coaled with an approved release agent that will effectively prevent sticking and will

not stain the concrete surface. Lubricating (machine oils) shall be prohibited for use as coating.

1505. FORMED SURFACE AND FINISH

The formwork shall be lined with material approved by the Engineer so as to provide a smooth finish of uniform texture and appearance. This material shall leave no stain on the concrete and so fixed to its backing as not to impart any blemishes.

It shall be of the same type and obtained from only one source throughout for the construction of any one structure. The contractor shall make good any imperfections in the resulting finish as required by the Engineer. Internal ties and ^embedded

metal parts shall be carefully detailed and their use shall be subject to the approval of the Engineer.

1506. PRECAUTIONS

(i) Special measures in the design of formwork shall be taken lo ensure that it does not hinder the shrinkage of

concrete. The soffit of the formwork shall be so designed as to ensure that the formwork does not restrain the

shortening and,'or hogging of beams during pres tressing. The forms may be removed at the earliest

opportunity subject to the minimum time for removal of forms with props retained in position.

(ii) Where necessary, formwork shall be so arranged that the soffit form, properly supported on props only can

be retained in position for such period as may be required by maturing conditions.

(iii) Any cut-outs or openings provid ed in any structural member LO facilitate erection of formwork shall be

closed with the same grade of concrete as the adjoining structure immediately after removal of formwork ensuring wa tertight join ts.

(iv) Provision shall be made for safe access on. to and about the formwork at the levels as required.

(v) Close watch shall be maintained lo check for settlement of formwork during concreting. Any settlement of fo

rmwork during concreting shall be promptly rectified.

(vi) Water used for curing should not be allowed to stagnate near the base plates supporting the staging and

should be properly drained.

1507. PREPARATION OF FORMWORK BEFORE CONCRETING

The inside surfaces of forms shall, except in the case of permanent form work or where otherwise agreed to by the

Engineer be coated with a release agent supplied by approved manufacturer or of an approved material to prevent adhesion of


Page 18 of 42

concrete to the formwork. Release agents shall be applied strictly in accordance with the manufacturer's instructions and sha

ll not be allowed to come into contact with any reinforcement or prestressing tendons and anchorages. Different release

agents shall not be used in formwork for exposed concrete.

Before re-use of forms, the fo llowing actions shall be taken :

(i) The contact surfaces of the forms shall be cleaned carefully and dried before applying a release agent.

(ii) It should be ensured that the release agent is appropriate to the surface to be coaled. The same type and

make of release agent shall be used throughout on similar formwork materials and different types should not

be mixed.

(iii) The form surfaces shall be evenly and thinly coaled with release agent. The vertical surface shall be treated

before horizontal surface and any exces s wiped out.

(iv) The release agent shall not come in contact with reinforcement or the hardened concrete.

(v) All forms shall be thoroughly cleaned immediately before concreting.

The Contractor shall give the Engineer due notice before placing any concrete in the forms to permit him to inspect and

approve the formwork, but such inspection shall not relieve the contractor of his .responsibility for safety of formwork, men,

machinery, materials and finish or tolerances of concrete.

1508. REMOVAL OF FORMWORK

The scheme for removal of formwork {i.e. de-shuttering and de- centering) shall be planned in advance and furnished

to the Engineer for scrutiny and approval. No formwork or any part thereof shall be removed without prior approval of the

Engineer. The formwork shall be so removed as not to cause any damage to concrete. Centering shall be gradually and uniformly

lowered in such a manner as to permit the concrete to take stresses due to its own weight uniformly and gradually to avoid

any shock or vibration.

Where not specifically approved, the time of removal of formwork (when ordinary Portland Cement is used without

any admixtures at an ambient temperatures exceeding 10 degrees Celsius) shall be as under :

a) Walls, piers, abutments, : 12 to 48 hours as may be columns and vertical faces decided by the Engineerof structural members

b) Soffits of Slabs : 3 days

(with props left under)

c) Props (left under slabs) : 14 days d)

Soffit of Gilders : 7 days

(with props left under)

e) Props (left under girders) : 21 days

Where there are re-entrant-angles in the concrete sections, the formwork should be removed at these sections as soon as

possible after the concrete has set, in order to avoid cracking due to shrinkage of concrete.

1509. RE-USE OF FORMWORK

When formwork is dismantled, its individual components shall be examined for damage and damaged pieces shall be

removed for rectification. Such examination shall always be carried out before

being used again. Before re-use all components shall be cleaned of deposits of soil, concrete or other unwanted materials.

Threaded parts shall be oiled after cleaning,

All bent steel props shall be straightened before re-use. The maximum deviation from straightness is 1/600 of the

length. The maximum permissible axial loads in used props shall be suitably reduced depending upon their condition. The

condition of the timber components, plywood and steel shuttering plates shall be examined closely for distortion and defects

before re-use.

Providing T M T. bar reinforcement for R.C.C. work including bending binding and placing in

position complete up to floor two level.


Page 19 of 42

8LP V[DP 8LP ZLv.GOM;"D[g8 SFDP VFZP;LP;LP OFpg0[XG O]8L\uh4A[.h45F.,4 ZFO8 :,[A4 ;L,4 l,g8[,4 KHHF4 NFNFZ4 ,MO84 SM5L\U4 ALD4 SM,D4 :,[A JU[Z[ DF8[P

VF SFDDF\ VFJT\] TDFD ,MB\0 VF.PV[;P !*(& D]HAG]\ :8Fg00¶ S\5GL G]\ 8LPV[DP8LP YD", DLS[GLS, 8=L8[0 s8LPV[DP8LP AF;"f :8L, AF;" ;F~4 SF8 JUZG\] 5F; SZJFDF\ VFJ[ T[ T[J\] TYF VF5JFDF\ VFJ[ T[ DF5 ;F.hG\] :8L, ,FJJFG\] K[ VG[ SC[JDF\ TYF VF5JFDF\ VFJ[ T[ TDFD sH~ZL TDFD 5|SFZGF\ 0LhF.G D]HA C]SJF/L VF5JF ;FY[f 0LhF.G D]HA JF/L SF5L4 H~ZL !( U[.hGF\ JFIZ ,FJL JF5ZL 0A, VF\8F J0[4 AF\WL ;[g8ZL\U p5Z UM9JL T{IFZ SZL VF5JFG\] K[P VF T{IFZ YI[, SFD ATFjIF AFN 5F; SZFjIF 5KL D\H]ZL D[/JLG[ ;LD[g8 SMgSL8 EZJFG\] K[P T{IFZ ,MB\0GM EFJ NZ V[S SLPU|FD 5Z ;DHJFGM K[P AF.g0L\U JFIZ VG[ J[:8[HG\] JHG H]N] U6JFDF\ VFJX[ GCL V[8,[ S[ T[G\] DF5 ,[JFG\] GYLP

Providing contraction/ longitudinal joint groove 5mm wide and deep as thickness of pavement

in concrete providing by sawing machine and sealing the joint with approved sealent etc.

compound as per drawing and manufacturer's specifications.

602.11. Preparation and Sealing of Joint Grooves

602.11.1. General

All transverse joints in surface slabs shall be sealed using sealants described in Clause 602.2.8. Joints shall not be

sealed before 14 days after construction.

602.11.2. Preparation of joint grooves for sealing

602.11.2.1. Joint grooves usually are not constructed to provide the minimum width specified in the drawings when

saw cut joints are adopted. They shall be widened subsequently by sawing before sealing. Depth/width gauges shall be used

to control the dimension of the groove.

602.11.2.2. If rough arrises develop when grooves are made, they shall be ground to provide a chamfer approximately 5 mm wide. If the groove is at an angle upto 10 degree from the perpendicular to the surface, the overhanging edge of the

sealing groove shall be sawn or ground perpendicular. If spalling occurs or the angle of the former is greater than 10

degrees, the joint sealing groove shall be sawn wider and perpendicular to the surface to encompass the defects upto a maximum width, including any chamfer, of 35 mm for transverse joints and 20 mm for longitudinal joints. If the spalling

cannot be so eliminated then the arrises shall be repaired by an approved thin bonded arris repair using cementitious

materials.

602.11.2.3. All grooves shall be cleaned of any dirt or loose material by air blasting with filtered, oil- free compressed

air. If need arises the Engineer may instruct cleaning by pressurised water jets. Depending upon the requirement of the

sealant manufacturer, the sides of the grooves may have to be sand blasted to increase the bondage between sealant and

concrete.

602.11.2.4. The groove shall be cleaned and dried at the time of priming and sealing.

602.11.2.5. Before sealing the temporary seal provided for blocking the ingress of dirt, soil etc., shall be removed. A

highly compressible heat resistant paper-backed debonding strip as per drawing shall be inserted in the groove to serve the

purpose of breaking the bond between sealant and the bottom of the groove and to plug the joint groove so

that the sealant may not leak through the cracks. The width of debonding strip shall be more than the joint groove width so

that it is held tightly in the groove. In the case of longitudinal joints, heat resistant tapes may be inserted to block the

leakage through bottom of the joint.

602.11.3. Sealing with sealants

602.11.3.1. When sealants are applied, an appropriate primer shall also be used if recommended by the manufacturer

and it shall be applied in accordance with their recommendation. The sealant shall be applied within the minimum and

maximum drying times of the primer recommended by the manufacturer. Priming and sealing with applied sealants shall not

be carried out when the naturally occurring temperature in the joint groove to be sealed is below 7° C. 602.11.3.2. If hot applied sealant is used it shall be heated and applied from a thermostatically controlled, indirectly

heated preferably with oil jacketed melter and pourer having recirculating pump and extruder. For large road projects,

sealant shall be applied with extruder having flexible hose and nozzle. The sealant shall not be heated to a temperature

higher than the safe heating temperature and not for a period longer than the safe heating period, as specified by the

manufacturer. The dispenser shall be cleaned our at the end of each day in accordance with the manufacturer's

recommendations and reheated material shall not be used.

602.11.3.3. Cold applied sealants with chemical formulation like polysulphide may be used. These shall be mixed and

applied within the lime limit specified by the manufacturer. If primers are recommended they shall be applied neatly with

an appropriate brush. The Movement Accommodation Factor (MAP) shall be more than 10 per cent.


Page 20 of 42

602.11.3.4. The sealants applied at contraction phase of the slabs would result in bulging of the sealant over and

above the slab. Therefore, the Contractor in consultation with the Engineer, shall establish the right temperature and time

for applying the sealant. Thermometer shall be hung on a pole in the site for facilitating control during the sealing

operation.

602.11.3.5. Sealant shall be applied, slightly to a lower level than the slab with a tolerance of 5 ± 2 mm.

602.11.3.6. During sealing operation, it shall be seen that no air bubbles are introduced in the sealant either by vapours

or by the sealing process.

602,11.4. Testing of applied sealants: Manufacturer's certificate shall be produced by the Contractor for establishing

that the sealant is not more than six months old and stating that the sealant complies with the relevant standard as in Clause

602.2.8. The samples shall meet the requirement of AASHTO M 282 for hot applied sealant or BS 5212: (Part-2) for cold

applied sealant.

Providing contraction/ longitudinal joint groove 5mm wide and deep as thickness of pavement

in concrete providing by sawing machine and sealing the joint with approved sealent etc.

compound as per drawing and manufacturer's specifications.

602.11. Preparation and Sealing of Joint Grooves

602.11.1. General

All transverse joints in surface slabs shall be sealed using sealants described in Clause 602.2.8. Joints shall not be

sealed before 14 days after construction. 602.11.2. Preparation of joint grooves for sealing

602.11.2.1. Joint grooves usually are not constructed to provide the minimum width specified in the drawings when

saw cut joints are adopted. They shall be widened subsequently by sawing before sealing. Depth/width gauges shall be used

to control the dimension of the groove. 602.11.2.2. If rough arrises develop when grooves are made, they shall be ground to provide a chamfer approximately

5 mm wide. If the groove is at an angle upto 10 degree from the perpendicular to the surface, the overhanging edge of the sealing groove shall be sawn or ground perpendicular. If spalling occurs or the angle of the former is greater than 10

degrees, the joint sealing groove shall be sawn wider and perpendicular to the surface to encompass the defects upto a

maximum width, including any chamfer, of 35 mm for transverse joints and 20 mm for longitudinal joints. If the spalling

cannot be so eliminated then the arrises shall be repaired by an approved thin bonded arris repair using cementitious materials.

602.11.2.3. All grooves shall be cleaned of any dirt or loose material by air blasting with filtered, oil- free compressed

air. If need arises the Engineer may instruct cleaning by pressurised water jets. Depending upon the requirement of the

sealant manufacturer, the sides of the grooves may have to be sand blasted to increase the bondage between sealant and

concrete.

602.11.2.4. The groove shall be cleaned and dried at the time of priming and sealing.

602.11.2.5. Before sealing the temporary seal provided for blocking the ingress of dirt, soil etc., shall be removed. A

highly compressible heat resistant paper-backed debonding strip as per drawing shall be inserted in the groove to serve the

purpose of breaking the bond between sealant and the bottom of the groove and to plug the joint groove so

that the sealant may not leak through the cracks. The width of debonding strip shall be more than the joint groove width so

that it is held tightly in the groove. In the case of longitudinal joints, heat resistant tapes may be inserted to block the

leakage through bottom of the joint.

602.11.3. Sealing with sealants

602.11.3.1. When sealants are applied, an appropriate primer shall also be used if recommended by the manufacturer

and it shall be applied in accordance with their recommendation. The sealant shall be applied within the minimum and

maximum drying times of the primer recommended by the manufacturer. Priming and sealing with applied sealants shall not

be carried out when the naturally occurring temperature in the joint groove to be sealed is below 7° C.

602.11.3.2. If hot applied sealant is used it shall be heated and applied from a thermostatically controlled, indirectly heated preferably with oil jacketed melter and pourer having recirculating pump and extruder. For large road projects,

sealant shall be applied with extruder having flexible hose and nozzle. The sealant shall not be heated to a temperature

higher than the safe heating temperature and not for a period longer than the safe heating period, as specified by the

manufacturer. The dispenser shall be cleaned our at the end of each day in accordance with the manufacturer's

recommendations and reheated material shall not be used.

602.11.3.3. Cold applied sealants with chemical formulation like polysulphide may be used. These shall be mixed and

applied within the lime limit specified by the manufacturer. If primers are recommended they shall be applied neatly with

an appropriate brush. The Movement Accommodation Factor (MAP) shall be more than 10 per cent.


Page 21 of 42

602.11.3.4. The sealants applied at contraction phase of the slabs would result in bulging of the sealant over and

above the slab. Therefore, the Contractor in consultation with the Engineer, shall establish the right temperature and time

for applying the sealant. Thermometer shall be hung on a pole in the site for facilitating control during the sealing

operation.

602.11.3.5. Sealant shall be applied, slightly to a lower level than the slab with a tolerance of 5 ± 2 mm.

602.11.3.6. During sealing operation, it shall be seen that no air bubbles are introduced in the sealant either by vapours

or by the sealing process.

602,11.4. Testing of applied sealants: Manufacturer's certificate shall be produced by the Contractor for establishing

that the sealant is not more than six months old and stating that the sealant complies with the relevant standard as in Clause

602.2.8. The samples shall meet the requirement of AASHTO M 282 for hot applied sealant or BS 5212: (Part-2) for cold

applied sealant.

Re-Fitting of Man Hole Frame Cover

(i) The work under this section consists Dismentelling of old Frame & Cover and Concrete of

Manhole

(ii) The work under this section consists Brick Masonry in C:M 1:6 to Raise the level of manhole up to

surface of new proposed road (Aprox 3 layer of brick on old manhole) The Specification of Brick

Masonary will be applied

(iii) The work under this section consists Cement Concrete of proportion in 1:1.5:3 (Aprox 10 Cm

thickness) including require Steel with fixing the existing manhole frame. The Specification of

Cement Concrete will be applied

(iv) The work under this section consists Plaster 15 mm thick in C:M 1:3 Inside of manhole AND Vata

in C:M 1:3 Outside of manhole The Specification of Cement Plaster will be applied

VM., 5[.g8L\U SFD v ZM0 0LJF.0Z SAL"UG[ VM., 5[.g8GF\ SZJFG]\ SFD VF SFDDF\ 5|YD ZM0 0LJF.0ZvSAL"UG[ A|;YL ;OF.SFD SZL4 V[XLIG VM., 5[.g8GF\ 5|FIDZGM V[S CFY DFZL V[XLIG VM., 5[.g8GF\ A[ CFY DFZL VF5JFG]\ TYF DF, DHZL ;FY[G]\ SFD SZJFG]\ ZC[X[P VFD T{IFZ YI[, SFDGM V[S RMPDLPGM EFJ VF5JFDF\ VFJX[P

Supplying and fixing reinforced concerete heavy duty NP-2 or NP-3 (As per Tender Sheet)

Non Pressure pipes of I.S. Class NP-3 or NP-2 with collers for culverts of Directed Internal

Diameter including setting and joining the pipes in CM 1:2 watering and laying to levels of

slops ( R&B SOR 2013-14 Item No. As Per NBO 26.105 - Sr No 89/ Page no 91)

(i) 300 mm dia. (ii) 450 mm dia (iii) 600 mm dia (iv) 750 mm dia (v) 900 mm dia (vi) 1050 mm

dia (vii) 1200 mm dia. (viii) 150 mm dia (ix) 200 mm dia

1. The work shall consist to furnishing and installing reinforced cement concrete pipe of the type dia

metre and length required at the location shown on the drawings or as ordered by the Engineer in

charge.

2. Reinforced concrete pipe shall be NP3 / NP2 type conforming to the requirements of IS : 458 and

shall be of dia as specified in the item each consignment of cement concrete pipes shall be inspected. If

neccessary and approved by the engineer in charge, either at the place of manufacture or at the site

before theire incorporation in the works.

NP3, NP2, NP1 pipes are used for RCC pipes where testing of pipes will not be feasible the

contractors will have to produce a certificate from the manufacturers on company;s letter head the

given hereinafter form.

Production of such certificate will not however relieve the contractor from this responsibility of

supplying pipes of required standard and will have to bear the loss or damage caused to the work in account of defects found subsequently during the execution It will also be necessary to purchase these

pipes from manufacturere having standard equipments for carring out various test as per IS : 458 at his factory.

FORM OF CERTIFICATE FOR NP3, NP2, NP1 PIPES


Page 22 of 42

We.............................................................................. manufacture of RCC pipes prudude RCC pipes as

per the requirement of IS : 458 and also carry out the required test at our place. We have

acquired equipments for carrying out test and are prepared to carryout test at our factory sites.

We have experience of manufacturing of pies of ..................................................... years The

pipes supplied by us to M/s ................................................... Satisfy the requirement of IS " 458.

Date .....................................

Place ..................................... Manufacturer;s sign. ..............................

3. No pipe shall be placed in position until the foundations have been approved by the eingneer in charge, Where two or more pipes are to be laid adjacent to each other they shall be separated by

a distace equal to at leat half the diameter of the pipe subject to minimum of 450mm. The laying of pipes on the prepared foundation shall start from the outlet and proceed toward the inlet and

be completed to teh specified lines and grades. The pipes shall be fitted and matched so that when laid in works they form a culvert with a smooth uniform invert. Any pipe found defective

or damaged during laying shall be removed at there cost of contractor. 4. The pipes shall be jointed either by collar joint or by flush joint in the former case the collers

shall be of RCC 150 to 200 mm wide and having the same strength as the pipes to be jointed . Caulking space shall be slightly wet mix of cement and sand in the ratio of 1:2 rammed with

caulking irons. Before caulking the coller shall be so placed that its centre coincides with that of

pipe and an even annular space is left between the coller and the pipes. Flush joint may be

shaped to form a self centering joing with a joinin space 13 cm wide, The joining space shall be

filled with cement mortar, 1 cement 2. sand, mixed sufficiently dry to remain in position when

forced with a trowel or rammer, Care shall be taken to fill all voids and excess mortar shall be

removed. All joints shall be made with care so that their interior surface is smooth and consistent

with the interior surface of the pipes. Agter finishing, the joint shall be kept covered and damp

for at least four day.

5. RCC pipe shall be measured along thir centre between thir inlet and outlet ends in linear meties.

6. The rate for the pipes shall include the cost of pipe including loading unloading handing storing

laying in position and joining complete.

Providing laying controlled cement concrete M-25 FOR RCC ROAD using minimum cement

content @ 450 kg/Cmt and including curing complete excluding the cost of form work and

reinforcement

Sg8=M<0 VFZP;LP;LP M-25 Grade Z:TF DF8[ ;LD[g8 SMgS|L8 8=LDLS; 5wWlTYL ;LD[g8 SMgS|L8 SZJFG]\ Sd5,L8 SFDP

Providing laying Controled Reinforced cement concrete M 25 For RCC ROAD by Trimix

Method using minimum cement content @ 450 kg/Cmt including curing complete excluding the

cost of form work and reinforcement for reinforced concrete work in concrete road Coarse and fine

aggregate confirming to IS:383 maximum size of coarse aggregate not exceeding 25 mm, using

mechanical weigh batcher, mixed as per approved mix design, laid, placed & distributed with sufficient

man power using M.S. Side Rail of road thickness with necessary nut bolt plates, fixing as per width,

compacted with Poker vibrator V.D. system ( Trimix ) & Surface Plate Vibrator, Troweling to be

carried out with the same machine running on troweling blades, finished in a continuous operation

including provision of contraction, expansion, construction and longitudinal joints, joint filler

separation membrane, sealant primer, joint sealant debonding strip, dowel bar, tie rod, admixtures as

approved, curing compound, finishing to lines and grades

VF SFDDF\ D[S;LDD Z5 V[DPV[DP ;F.hGL CF0" a,[S :8MG D[8,GL DXLG S|x0 S5RL ,FJL JF5ZJFGL K[P pDZF/F4 T/FHF4

W\W]SF4 5{SLGL 5F; SZJFDF\ VFJ[ T[JL W}/ JUZGL RMbBL4 HL6L4 RF/[,L4 S:TZ lJGFGL4 zLSFZ VFSFZGL ,FJL JF5ZJFGL K[P VF.PV[;P

5# U|[0 VMP5LP;LP l;D[g8 5F; SZJFDF\ VFJ[ T[ ,FJL JF5ZJFGL K[P TDFD Z[TL4 WM.G[ JF5ZJFGL K[P TDFD SFD DXLG DLS;L\U4

JFIA|[8L\U sJFIA|[8L\U DXLG J0[f4 Z! lNJ; SIMZL\U JU[Z[ ;FY[ Sd5,L8 SFD SZL VF5JFG]\ K[P VF SFDDF\ U[ZL VYJF ;ZSFZL

V[gHLGLIZL\U SM,[H DF\ SZFJJFDF\ VFJ[, DLS; l0hF.G 5|DF6[ l;D[g84 Z[TL4 S5RL TYF V[0DLSRZqS[DLS, JF5ZL JM8Z


Page 23 of 42

l;D[g8 Z[XLIM HF/JL M-25 Grade GF Sg8=M<0 SMgS|L8 DF8[ DLGLDD l;D[g8 Sg8[g8 $5_ lS,Mq 3PDLP JF5ZLG[ DLS[GLS,

J[vA[RZ GM p5IMU SZLG[ DF, AGFJJFGM K[P p5ZMST VF TDFD SFD ,F.G NMZLV[4 ,[J,[4 VM/\E[ VF5JFDF\ VFJ[ T[ 0LhF.G D]HA

SZL VF5JFG]\ K[P I.S. - 456-2000 D]HA 8[:8L\U DF8[GF\ SI]A SF:8L\U SZL dI]GLP SM5M" GL ;]RGF D]HA U[ZL VYJF ;ZSFZL V[gHLGLIZL\U

SM,[H DF\ 8[:8L\U SZFJJFGF\ ZC[X[P H[ DF8[ GL TDFD H~ZL jIJ:YF SMg8=FS8Z[ SZJFGL ZC[X[ TYF T[ DF8[ TYF 8[:8L\U GM TDFD BR"

SMg8=FS8ZGF XLZ[ ZCX[P lGIT :8=[gY l;JFIG]\ SFD U|FCI ZBFX[ GlCP TDFD lJUT[ SFDGM EFJ NZ V[S 3GDL8Z 5Z ;DHJFGM K[P T{IFZ

SFDG]\ DF5 ,[JFDF\ VFJX[P I.S. - 456-2000 D]HA 8[:8L\U SZFJTF\ T[GF\ lZh<8 VFjIF AFN lA, T{IFZ SZFX[P VgIYF H[ T[ DF5GF\ SFDG]\

lA, VF VF.8DGF\ EFJGF\ D[S;LDD 5_ @ D]HA EFJ U6LG[ V5FX[P

Specification of Compaction by Trimix method 1. Working Method

1.Concrete Placing

Concrete can be placed & distributed with sufficient man power required. It is important to distributed the concrete evenly &

as near the final level as possible.

2. Poker vibration:

As a first step, concrete is vibrated with an immersion vibrator in order to remove entrapped air & voids & make the concrete

homogeneous, please ensure that area close to channels & stop ands carefully vibrated. Do not distribute the concrete with

the poker vibration along with the surface vibration.

3. Surface vibration:

Surface vibration should always start as soon as there is enough concrete in front of surface vibrator. Two passes with the

surface vibrator are required. During the first pass, concrete must be distributed evenly in front of surface vibrator. There

should be a roll of concrete of about 10-20 mm in front of leading beam along the entire length of the vibrator when the

concrete has been placed and vibrated to a length of 5mm, the second pass is carried but. The machine should be pulled at a

speed of maximum 1 mtr./min and without interruption avoid linings on the surface. Keep the surface of the channel. Clean

from concrete.

4. Vacuum Processing:

Place the filter pads as soon as the sufficient concrete surface is vibrated. Please note that the vacuum dewatering process

must start within 30 minits from the time of starting concrete pouring, Filter pads are placed in such away that there is at

least 100 mm fresh concrete visible around the fitter pads on all four sides. Filter should be overlapped with each other by at

least 250 mm. (all filter pads are marked with black line .to ensure proper overlapping.)


Page 24 of 42

The recesses or other obstacles within the area to be vacuum processed must be covered & sealed using polyethylene

sheet before the filter pads are placed. If the obstacles are flush with the surface level or above, filter pad must be folded.

The rolled up top cover is placed centrally on the filter pads. It is rolled out in such a way that it covers all filter pads &

exposed concrete on the sides of the filter pads. Please note that this exposed concrete will ensure perfect sealing for the

cover from laying top. Connect the central pipe of top cover to the suction hose, which is connected to the vacuum pump.

When the pump is started vacuum will be created between the top cover & filter pads. Excess water will be taken in

to the vacuum pump’s tank & discharged. Normal suction cycle is 1 -1.5 min. per 10 mm. of concrete thickness. Guidelines

for selecting dewatering time @ normal condition are shown in the following table.

Thickness Dewatering Time {Min} MM Inch

50 2 7

100 4 15

125 6 20

150 8 30

200 10 40

250 12 45

Please note that dewatering time largely depends upon ambient conditions viz. Temperature, humidity, etc During

the course of dewatering, the concrete surface gradually hardens & can be felt from the top of the top cover. The extent of hardness achieved by the concrete decides when to stop dewatering process.

When the vacuum processing is over, the cover is rolled up, to 100 mm so that the filter pads are visible. This will

remove the water, that may have remained on the concrete surface, filter pads & in the suction hose. After about 30 seconds,

the top cover is rolled completely & vacuum pump is switched off. Simultaneously, the suction hose & the top cover pipe are

disconnected. Do not run the pump while the ball valve is open as likely that small aggregate are sucked into the pump due

to vacuum. The entire process is repeated on the next concrete pane.

After first patch in any / given panel is dewatered, care should be taken while placing filter pad on the concrete surface next

to the dewatered concrete. First filter pad should start from the edges of last filter pad of the previously dewatered concrete.

The remaining filter pads than shall be placed as explained above.

While repeating dewatering process subsequently, in order that top cover should get proper scaling against the side

already vacuum processed, it should be rolled out at least 300 mm over the vacuum dewatered area. Before spreading the top


Page 25 of 42

cover on the dewatered area, it is essential to give on pass of skim floater (with disc) along the edges of the dewatered

concrete. The concrete surface will become wet as some will be come on the top surface. This will provide the necessary

sealing. Subsequently roll out the top cover completely. Check that there are no wrinkles on the top ewer.

5. Floating : .

The first finishing operation is floating where floating disc is used. that can not be reached by skim floater floated

by hand. Care should be taken while floating near channels & edges. The skim floater is run over the channel up to disc

center in order to avoid unevenness at the joint. All four sides of dewatered panel must be floated first central area is to be

floated later. Any corrections, if required are to be carried out at this stage with the concrete at the time of raking only. Never

use any cement paste, mixtures of cement & sand or fresh concrete for patchwork. Such materials will be pill off, will leave patches after the concrete floor is brought to use.

Normally two passes with disc with the skim floater operating at higher speed are sufficient for the skid free

surfaces. This pass of skim floater should be given perpendicular to the previous pass.

Please note that the floating operation brings up certain amount of water to the surface. This moisture helps in

carrying out finishing operation.

6 Troweling:-

Troweling is carried out with the same machine running on troweling blades. Normally, two pass of troweling blades are

required for the smooth surface finish. How ever, the number of passes can be decided depending upon the surface finish required. The first troweling operation can start after the about 30 minutes after the final floating operation & surface is

sufficiently dry. This pass is to be made using low speed & minimum blade angle. Please also use the lower speed when

troweling near the channels, from the edges, obstacles etc. Blade angle & the speed can be increased for subsequent passed

to achieved smoother surface finish.

Intermixing of toping First Pass

You can start the work when topping has darkened because the moisture under the concrete. The topping material is

worked with care into concrete surface with a skim floated equipped with disc.

Intermixing of Topping Second Pass


Page 26 of 42

Cheek the surface flatness with straight edge and work the topping material into concrete s the first time.

Power Troweling First Pass

Power Troweling Final Pass

At the time of final power -toweling, surplus concrete must be off from the rails and stop ends.,There must not be

any damage at the rails when the floor is finished.

After the finished the surface, the groove shall be made using concrete cutter with appropriate spacing as directed

by Engineer in Charge. The groove shall be filled up by bitumen. The edges of panels shall not be damaged during the

process of making grooves.

7. Curing

Concrete has to be protected from rapid drying which may result in cracking. Curing can be done by ponding, covering with

plastic sheet or gunny bags. In any method, the surface should be always kept wet with water. Curing call also be done by

application of curing compound. Curing must be done for at least 7 days.


Page 27 of 42



reinforcement


Providing laying Controled Reinforced cement concrete M 40 For RCC ROAD by Trimix

Method using minimum cement content @ 525 kg/Cmt including curing complete excluding

the cost of form work and reinforcement for reinforced concrete work in concrete road Coarse

and fine aggregate confirming to IS:383 maximum size of coarse aggregate not exceeding 25

mm, using mechanical weigh batcher, mixed as per approved mix design, laid, placed &

distributed with sufficient man power using M.S. Side Rail of road thickness with necessary nut

bolt plates, fixing as per width, compacted with Poker vibrator V.D. system ( Trimix ) & Surface

Plate Vibrator, Troweling to be carried out with the same machine running on troweling blades,

finished in a continuous operation including provision of contraction, expansion, construction

and longitudinal joints, joint filler separation membrane, sealant primer, joint sealant

debonding strip, dowel bar, tie rod, admixtures as approved, curing compound, finishing to

lines and grades

VF SFDDF\ D[S;LDD Z5 V[DPV[DP ;F.hGL CF0" a,[S :8MG D[8,GL DXLG S|x0 S5RL ,FJL JF5ZJFGL K[P pDZF/F4 T/FHF4 W\W]SF4

5{SLGL 5F; SZJFDF\ VFJ[ T[JL W}/ JUZGL RMbBL4 HL6L4 RF/[,L4 S:TZ lJGFGL4 zLSFZ VFSFZGL ,FJL JF5ZJFGL K[P VF.PV[;P 5#

U|[0 VMP5LP;LP l;D[g8 5F; SZJFDF\ VFJ[ T[ ,FJL JF5ZJFGL K[P TDFD Z[TL4 WM.G[ JF5ZJFGL K[P TDFD SFD DXLG DLS;L\U4 JFIA|[8L\U

sJFIA|[8L\U DXLG J0[f4 Z! lNJ; SIMZL\U JU[Z[ ;FY[ Sd5,L8 SFD SZL VF5JFG]\ K[P VF SFDDF\ U[ZL VYJF ;ZSFZL V[gHLGLIZL\U

SM,[H DF\ SZFJJFDF\ VFJ[, DLS; l0hF.G 5|DF6[ l;D[g84 Z[TL4 S5RL TYF V[0DLSRZqS[DLS, JF5ZL JM8Z l;D[g8 Z[XLIM

HF/JL M-40 Grade GF Sg8=M<0 SMgS|L8 DF8[ DLGLDD l;D[g8 Sg8[g8 5Z5 lS,Mq 3PDLP JF5ZLG[ DLS[GLS, J[vA[RZ GM

p5IMU SZLG[ DF, AGFJJFGM K[P p5ZMST VF TDFD SFD ,F.G NMZLV[4 ,[J,[4 VM/\E[ VF5JFDF\ VFJ[ T[ 0LhF.G D]HA SZL VF5JFG]\

K[P I.S. - 456-2000 D]HA 8[:8L\U DF8[GF\ SI]A SF:8L\U SZL dI]GLP SM5M" GL ;]RGF D]HA U[ZL VYJF ;ZSFZL V[gHLGLIZL\U SM,[H DF\

8[:8L\U SZFJJFGF\ ZC[X[P H[ DF8[ GL TDFD H~ZL jIJ:YF SMg8=FS8Z[ SZJFGL ZC[X[ TYF T[ DF8[ TYF 8[:8L\U GM TDFD BR" SMg8=FS8ZGF XLZ[

ZCX[P lGIT :8=[gY l;JFIG]\ SFD U|FCI ZBFX[ GlCP TDFD lJUT[ SFDGM EFJ NZ V[S 3GDL8Z 5Z ;DHJFGM K[P T{IFZ SFDG]\ DF5

,[JFDF\ VFJX[P I.S. - 456-2000 D]HA 8[:8L\U SZFJTF\ T[GF\ lZh<8 VFjIF AFN lA, T{IFZ SZFX[P VgIYF H[ T[ DF5GF\ SFDG]\ lA, VF

VF.8DGF\ EFJGF\ D[S;LDD 5_ @ D]HA EFJ U6LG[ V5FX[P

Specification of Compaction by Trimix method 1. Working Method

1.Concrete Placing



2. Poker vibration:

As a first step, concrete is vibrated with an immersion vibrator in order to remove entrapped air & voids & make the concrete homogeneous, please ensure that area close to channels & stop ands carefully vibrated. Do not distribute the concrete with



Page 28 of 42


Surface vibration should always start as soon as there is enough concrete in front of surface vibrator. Two passes with the

surface vibrator are required. During the first pass, concrete must be distributed evenly in front of surface vibrator. There


concrete has been placed and vibrated to a length of 5mm, the second pass is carried but. The machine should be pulled at a speed of maximum 1 mtr./min and without interruption avoid linings on the surface. Keep the surface of the channel. Clean

from concrete.






The recesses or other obstacles within the area to be vacuum processed must be covered & sealed using polyethylene sheet

before the filter pads are placed. If the obstacles are flush with the surface level or above, filter pad must be folded.








50 2 7

100 4 15

125 6 20

150 8 30

200 10 40

250 12 45


Page 29 of 42


the course of dewatering, the concrete surface gradually hardens & can be felt from the top of the top cover. The extent of

hardness achieved by the concrete decides when to stop dewatering process.





to vacuum. The entire process is repeated on the next concrete pane

After first patch in any / given panel is dewatered, care should be taken while placing filter pad on the concrete

surface next to the dewatered concrete. First filter pad should start from the edges of last filter pad of the previously dewatered concrete. The remaining filter pads than shall be placed as explained above.



cover on the dewatered area, it is essential to give on pass of skim floater (with disc) along the edges of the dewatered concrete. The concrete surface will become wet as some will be come on the top surface. This will provide the necessary


5. Floating : .





use any cement paste, mixtures of cement & sand or fresh concrete for patchwork. Such materials will be pill off, will leave

patches after the concrete floor is brought to use.




carrying out finishing operation

6 Troweling:-


Page 30 of 42


required for the smooth surface finish. How ever, the number of passes can be decided depending upon the surface finish

required. The first troweling operation can start after the about 30 minutes after the final floating operation & surface is

sufficiently dry. This pass is to be made using low speed & minimum blade angle. Please also use the lower speed when

troweling near the channels, from the edges, obstacles etc. Blade angle & the speed can be increased for subsequent passed










Page 31 of 42

At the time of final power -toweling, surplus concrete must be off from the rails and stop ends.,There must not be any damage at the rails when the floor is finished.




7. Curing

Concrete has to be protected from rapid drying which may result in cracking. Curing can be done by ponding, covering with

plastic sheet or gunny bags. In any method, the surface should be always kept wet with water. Curing call also be done by




reinforcement


Providing laying Controled Reinforced cement concrete M 30 For RCC ROAD by Trimix Method using minimum cement content @ 475 kg/Cmt including curing complete excluding

the cost of form work and reinforcement for reinforced concrete work in concrete road Coarse and fine aggregate confirming to IS:383 maximum size of coarse aggregate not exceeding 25 mm, using mechanical weigh batcher, mixed as per approved mix design, laid, placed & distributed with sufficient man power using M.S. Side Rail of road thickness with necessary nut bolt plates, fixing as per width, compacted with Poker vibrator V.D. system ( Trimix ) & Surface Plate Vibrator, Troweling to be carried out with the same machine running on troweling blades, finished in a continuous operation including provision of contraction, expansion, construction and longitudinal joints, joint filler separation membrane, sealant primer, joint sealant debonding strip, dowel bar, tie rod, admixtures as approved, curing compound, finishing to lines and grades

VF SFDDF\ D[S;LDD Z5 V[DPV[DP ;F.hGL CF0" a,[S :8MG D[8,GL DXLG S|x0 S5RL ,FJL JF5ZJFGL K[P pDZF/F4 T/FHF4 W\W]SF4

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Specification of Compaction by Trimix method


Page 32 of 42

1. Working Method

1.Concrete Placing



2. Poker vibration:

As a first step, concrete is vibrated with an immersion vibrator in order to remove entrapped air & voids & make the concrete

homogeneous, please ensure that area close to channels & stop ands carefully vibrated. Do not distribute the concrete with



Surface vibration should always start as soon as there is enough concrete in front of surface vibrator. Two passes with the surface vibrator are required. During the first pass, concrete must be distributed evenly in front of surface vibrator. There


concrete has been placed and vibrated to a length of 5mm, the second pass is carried but. The machine should be pulled at a

speed of maximum 1 mtr./min and without interruption avoid linings on the surface. Keep the surface of the channel. Clean

from concrete.






The recesses or other obstacles within the area to be vacuum processed must be covered & sealed using polyethylene sheet

before the filter pads are placed. If the obstacles are flush with the surface level or above, filter pad must be folded.





Page 33 of 42





50 2 7

100 4 15

125 6 20

150 8 30

200 10 40

250 12 45


the course of dewatering, the concrete surface gradually hardens & can be felt from the top of the top cover. The extent of

hardness achieved by the concrete decides when to stop dewatering process.





to vacuum. The entire process is repeated on the next concrete pane

After first patch in any / given panel is dewatered, care should be taken while placing filter pad on the concrete

surface next to the dewatered concrete. First filter pad should start from the edges of last filter pad of the previously

dewatered concrete. The remaining filter pads than shall be placed as explained above.



cover on the dewatered area, it is essential to give on pass of skim floater (with disc) along the edges of the dewatered

concrete. The concrete surface will become wet as some will be come on the top surface. This will provide the necessary


5. Floating : .





use any cement paste, mixtures of cement & sand or fresh concrete for patchwork. Such materials will be pill off, will leave

patches after the concrete floor is brought to use.


Page 34 of 42




carrying out finishing operation

6 Troweling:-


required for the smooth surface finish. How ever, the number of passes can be decided depending upon the surface finish

required. The first troweling operation can start after the about 30 minutes after the final floating operation & surface is

sufficiently dry. This pass is to be made using low speed & minimum blade angle. Please also use the lower speed when troweling near the channels, from the edges, obstacles etc. Blade angle & the speed can be increased for subsequent passed








Page 35 of 42



At the time of final power -toweling, surplus concrete must be off from the rails and stop ends.,There must not be

any damage at the rails when the floor is finished.




7. Curing

Concrete has to be protected from rapid drying which may result in cracking. Curing can be done by ponding, covering with plastic sheet or gunny bags. In any method, the surface should be always kept wet with water. Curing call also be done by


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Contractor's Signature


Page 36 of 42

XZTM P

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Page 37 of 42

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ZC[P AL8I]D[Gv0FDZ GM A[lhS EFJ (Basic Rate of bitumen ) Rs/-36,000/- per MT at Koyali Refinery

U6TZL DF\ ,[JFDF\ VFJ[, K[P

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Page 38 of 42

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